Diseño De Trabes De Un Marco

Diseño de trabes de un marco en cada dirección

CORTANTES Y MEMENTOS

V=WL2=1.62*4.52=3.65Tn

Vu=V*1.4=3.65*1.4=5.11Tn

M max.=WL²8=1.62*4.5²8=4.10 Tnm

Mu=M max*1.4=4.10*1.4=5.74 TnmAREAS DE ACERO

As=MuFrFyZ=5.740.9*4.2*0.9*0.45=3.74 cm²

Asmin=0.7F'cFy b*d=0.72504200 20*45=2.37cm²

Asbalan=F''cFy 6000β₁Fy+6000 bd=1704260 6000*0.854200+6000 (20*45)=18.21cm²

ANÁLISISCON SISMO

Asmax=0.75*Asbalan=0.75*18.21=13.65 Tn

p balanceada=F''cFy 6000β₁Fy+6000=1704200 6000*0.814200+6000=0.020=2%

pmax=pbalan*0.9=0.020*0.9=0.018=1.8%

q=pFyF''c=0.018*4200170=0.44Mu=Mr

Mr=Frbd2F''cq(1-0.5q)

d=32MuFrF''cq1-0.5q= 32(5.74*100000)0.9*170*0.441-(0.5*0.44

d=27.96cm=25cm

H=L12=45012=37.5cm=40cm

d=25 cm
H=40 cm

p=Ascalbd=3.7420*45=0.004=0.4%

Vcr=Fvbd0.2+20pF*c=0.8*20*450.2+20(0.004)200=2851 kg=2.85 Tn

S=FrFyAvdVu-Vcr=0.823500.64(45)5110-2851=23.97cm=@20cm


#Est=Long.-2 XestS=450-2(100)20 cm=13 Estribos @ 20cmXest=Xpc(Vu-Vcr)Vu=225(5110-2851)5110=0.99m=1.00 m

Si Vu>Vcr<1.5FrbdF*c ; S=d2

Si 5110 Tn>2851 Tn<17182.69 Tn ; S=252=12.5 cm

#Est=XestS=100 cm12.5 cm=8Estribos @ 12 cm


W= 1.62 ton/m

4.5
TRABES

4.10 ton/m²

8@10
13@20
8@10
3.65
2#5
3.65

W= 1.62 ton/m

4.5
TRABES

4.10 ton/m²

8@10
13@20
8@10
3.65
2#5
3.65

CORTANTES YMOMENTOS

V=WL2=1.285*4.52=2.89 Tn

Vu=V*1.4=2.89*1.4=4.05 Tn

M max.=WL²8=1.285*4.5²8=3.25 Tnm

Mu=M max*1.4=3.25*1.4=4.55 Tnm

AREAS DE ACERO

As=MuFrFyZ=4.550.9*4.2*0.9*0.45=2.97 cm²Asmin=0.7F'cFy b*d=0.72504200 20*45=2.37cm²

As balan=F''cFy 6000β₁Fy+6000 bd=1704260 6000*0.854200+6000 (20*45)=18.21cm²

ANÁLISIS CON SISMO

Asmax=0.75*Asbalan=0.75*18.21=13.65 Tn

pbalanceada=F''cFy 6000β₁Fy+6000=1704200 6000*0.814200+6000=0.020=2%

pmax=pbalan*0.9=0.020*0.9=0.018=1.8%

q=pFyF''c=0.018*4200170=0.44

Mu=Mr

Mr=Frbd2F''cq(1-0.5q)

d=32MuFrF''cq1-0.5q=...